HDESD Manzanita Entry Canopy_100CD-Permit_Drawings_26-1030 (1).pdf

0 GRID BUBBLE

KEYNOTE TAG

EXTERIOR/INTERIOR

ELEVATION TAG

ELEVATION HEIGHT TAG

SYMBOLS

DETAIL TAG

A1.01

A101

SIM

SECTION TAG

REVISION TAG1

A8.10 s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:2 :5

P

M

G0.00

COVER SHEET

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

PROJECT DESCRIPTION

VICINITY MAP

ENTRY CANOPY

ABV

ACT

ADA

ADR

AFF

AFP

AL /ALUM

ANSI

APPROX

ASTM

ATTM

ARCH

AWC

AWI

AWP

BD

BLDG

CB

CG

CJ

CMU

COL

CON

CONT

COORD

CPT

CT

DBA

DEG

DIA OR Ø

DIM

DN

DR

DS

DTL

(E)

EL / ELEV

EMT

EFP

EOS

EQ

ER

EXP JT

EXT

FC

FD

FE

FEC

FF

FFHB

FOM

FOS

FOW

FRL

FRP

FT

FSD

GA

GALV

GRC

GWB

GWS

HB

HDWR

HM

HS

HORIZ

HT

IN

INSUL

INT

ABBREVIATIONS

ABOVE

ACOUSTICAL CEILING TILE

AMERICANS WITH DISABILITIES ACT

ART DISPLAY RAIL

ABOVE FINISH FLOOR

ACOUSTICAL FIBERBOARD PANEL

ALUMINUM

AMERICAN NATIONAL STANDARDS INSTITUTE

APPROXIMATELY

AMERICAN SOCIETY FOR TESTING MATERIALS

ATTACHMENT

ARCHITECTURAL

AT

ACOUSTIC WALL COVERING

ACOUSTIC WALL INSULATION

ACOUSTIC WALL PANEL

BOARD

BUILDING

CATCH BASIN

CORNER GUARD

CONTROL JOINT

CONCRETE MASONRY UNIT

COLUMN

CONCRETE

CONTINUOUS

COORDINATE

CARPET TILE

CERAMIC TILE

CENTER LINE

DEFORMED BAR ANCHOR

DEGREE

DIAMETER

DIMENSION

DOWN

DOOR

DOWNSPOUT

DETAIL

EXISTING

ELEVATION

ELECTRICAL METAL TUBING

EPOXY FLOOR PAINT

EDGE OF SLAB

EQUAL

EPOXY RESIN

EXPANSION JOINT

EXTERIOR

FIBER CEMENT

FLOOR DRAIN

FIRE EXTINGUISHER

FIRE EXTINGUISHER IN CABINET

FACTORY FINISH

FROST FREE HOSE BIB

FACE OF MASONRY

FACE OF STUD

FACE OF FINISH WALL

FIBER REINFORCED LAMINATE

FIBERGLASS-REINFORCED PLASTIC

FOOT, FEET

FIRE SMOKE DAMPER

GAUGE

GALVANIZED

GLASSFIBER REINFORCED CONCRETE

GYPSUM WALL BOARD

GLASS WRITING SURFACE

HOSE BIBB

HARDWARE

HOLLOW METAL

HOLLOW STEEL

HORIZONTAL

HEIGHT

INCH, INCHES

INSULATION

INTERIOR

JT

LAM

LVT

MAX

MDF

MECH

MFG

MFR

MIN

MTL

MP

NA

NIC

NO

NTS

OC

OD

OFCI

OFOI

OH

OPH

OPP

ORD

OSSC

OTA

P

PB

PL

PLAM

PLYWD

PS

PR

PT

PVC

RAF

RB

RC

RD

REF

REQD

RF

RM

RO

RR

RST

SAM

SAMF

SC

SDT

SECT

SF

SFRM

SHT

SIM

SM

SS

SSF

SSM

STD

STF

STL

STRUCT

STV

TB

TBD

TEMP

TO

TP

TS

TWS

TYP

UL

UNO

JOINT

LAMINATED

LUXURY VINYL TILE

MAXIMUM

MEDIUM-DENSITY FIBERBOARD

MECHANICAL

MANUFACTURING

MANUFACTURER

MINIMUM

METAL

METAL PANEL

NOT APPLICABLE

NOT IN CONTRACT

NUMBER

NOT TO SCALE

ON CENTER

OUTSIDE DIAMETER

OWNER FURNISHED CONTRACTOR INSTALLED

OWNER FURNISHED OWNER INSTALLED

OVERHEAD

OPPOSITE HAND

OPPOSITE

OVERFLOW ROOF DRAIN

OREGON STRUCTURAL SPECIALTY CODE

OPEN TO ABOVE

PAINT

PUSH BUTTON

PLASTIC LAMINATE

PLASTIC LAMINATE

PLYWOOD

PAINT SYSTEM

PAIR

PRESSURE TREATED

POLYVINYL CHLORIDE

RUBBER ATHLETIC FLOORING

RUBBER BASE

RESILIENT CHANNEL

ROOF DRAIN

REFERENCE

REQUIRED

RUBBER FLOORING

ROOM

ROUGH OPENING

RESTROOM

RUBBER STAIR TREAD AND RISER

SELF-ADHERING MEMBRANE

SELF-ADHERING MEMBRANE FLASHING

SEALED CONCRETE

STATIC DISSIPATIVE TILE

SECTION

SQUARE FEET

SPRAYED FIRE-RESISTIVE MATERIAL

SHEET

SIMILAR

SHEET METAL

STAINLESS STEEL

SPRUNG STAGE FLOORING

SOLID SURFACE MATERIAL

STANDARD

SEAMLESS TROWELED FLOORING

STEEL

STRUCTURAL

SMART TV

TACK BOARD

TO BE DETERMINED

TEMPERED

TOP OF

TOILET PARTITION

TUBE STEEL

TACKABLE WALL SURFACE

TYPICAL

UNDERWRITERS LABORATORY

UNLESS NOTED OTHERWISE

VCT

VERT

VIF

W/

WD

WAF

WOM

WP

WRB

VINYL COMPOSITION TILE

VERTICAL

VERIFY IN FIELD

WITH

WOOD

WOOD ATHLETIC FLOORING

WALK OFF MAT

WALL PROTECTION

WEATHER RESISTIVE BARRIER

OWNER:

HIGH DESERT EDUCATION SERVICE DISTRICT

1212 NE 5th St.

Redmond, OR 97756

Phone: 541.948.3853

Contact: Nick Viggiano

Email: nick.viggiano@hdesd.org

ARCHITECT:

BBT ARCHITECTS

1140 SW Simpson Ave, Suite 200

Bend, Oregon 97702

Phone: 541.382.5535

Contact: Nathan Leigh

Email: nleigh@bbtarchitects.com

STRUCTURAL ENGINEER:

WALKER STRUCTURAL ENGINEERING

40 NW Greenwood Ave, Suite 200

Bend, OR 97703

Phone: 541.330.6869

Contact: Jon Walker

Email: jwalker@walkerse.com

ELECTRICAL ENGINEER:

COLEBREIT ENGINEERING

721 SW Industrial Way, Suite 110

Bend, OR 97702

Phone: 541.262.4326

Contact: Nick Evano

Email: nick.evano@colebreit.com

PROJECT TEAMDRAWING INDEX

GENERAL

G0.00 COVER SHEET

ARCHITECTURAL

A1.01 SITE PLAN

A2.01 FLOOR PLANS - EXISTING/DEMO AND FLOOR PLAN - NEW

A2.02 FLOOR PLANS - ADD ALTERNATE 1

A3.01 ELEVATIONS - EXISTING/DEMO AND ELEVATIONS - NEW

A4.01 SECTIONS & DETAILS

A6.01 REFLECTED CEILING PLAN

STRUCTURAL

S0.1 GENERAL STRUCTURAL NOTES, SPECIAL INSPECTION TABLES & DRAWING INDEX

S2.1 STRUCTURAL FOUNDATION & FRAMING PLANS

S5.1 STRUCTURAL FOUNDATION & FRAMING DETAILS

ELECTRICAL

E0.01 ELECTRICAL LEGEND

E2.01 CANOPY ELECTRICAL

HDESD MANZANITA

BID ALTERNATES

A NEW EXTERIOR CANOPY OUTSIDE OF AN EXISTING BUILDING.

DEMOLITION OF EXISTING SIDEWALK AND RAMP, NEW

CONCRETE SIDEWALKS, RAMPS AND RAILINGS, AND NEW

PARKING STRIPING

ADD ALTERNATES:

1. PROVIDE ADDITIONAL SIDEWALK, CURB, AND METAL RAILINGS AS

INDICATED ON DRAWINGS, SEE A2.02.

PROJECT

LOCATION

N

No. Description Date

C

C

M H

C

C

P

SIT

E P

LA

N

;E

XIS

TIN

G N

ATIV

E

LA

NDSCAPE

;N

EW

'X

5'

CO

NC

LA

NDIN

G

;2 8' -9

/2

SITE PLAN LEGEND

EXISTING BUILDING

(NO WORK)

PROPERTY LINE

SET BACK

SITE PLAN KEYNOTES#

A2.01

EXISTING BUILDING

(NO WORK)

EX

IS

TI

N G

P A

RKI

N G

(1

SP

A C

ES

E X

IS

TI

N G

P A

R K

IN

G

(5 S

P A

C E S

N E 5th STREET

N E

KIN

G

W O

O D A

V E

2 2 33

EXISTIN

G

PA

RKIN

G

(4 SPA

C

ES)

A. NO CHANGES PROPOSED TO EXISTING IMPERVIOUS AREA

B. SEE CODE ANALYSIS FOR ADDITIONAL PARKING INFORMATION

GENERAL NOTES - SITE

GENERAL PROJECT INFORMATION

ADDRESS: 1212 NE 5TH STREET, REDMOND, OREGON 97756

AUTHORITY HAVING JURISDICTION (AHJ): CITY OF REDMOND

ZONE: M1 - LIGHT INDUSTRIAL

OCCUPANCY CLASSIFICATION: (EXISTING, NO CHANGE) MIXED USE: B BUSINESS, E EDUCATION (CHILD CARE), AND S-1

MODERATE-HAZARD STORAGE

OCCUPANCY SEPARATION: (EXISTING, NO CHANGE) NON-SEPARATED

CONSTRUCTION TYPE: (EXISTING, NO CHANGE) TYPE V-B (NON-RATED). CANOPY ADDITION WILL BE

CONSTRUCTED OF NON-COMBUSTIBLE MATERIALS

FIRE PROTECTION: (EXISTING, NO CHANGE) AUTOMATIC FIRE SPRINKLER AND ALARM ARE

INSTALLED

STRUCTURAL DESIGN CRITERIA: SEE STRUCTURAL

APPLICABLE CODES

2025 OREGON STRUCTURAL SPECIALTY CODE (OSSC)

2017 ICC A117.1 ACCESSIBLE AND USABLE BUILDINGS AND FACILITIES

CITY OF REDMOND MUNICIPAL CODE

CITY OF REDMOND MUNICIPAL CODE

8.500 OFF-STREET PARKING

LAND USE: CHILD CARE

PARKING REQUIRED: 1 SPACE PER EMPLOYEE, DESIGNATED PICK-UP AREA REQUIRED (20 EMPLOYEES = 20 SPACES)

EXISTING PARKING: 28 SPACES, INCLUDING 2 ACCESSIBLE AND 4 DESIGNATED 'DROP OFF ONLY'

PROPOSED PARKING: 27 SPACES (REMOVAL OF 1 SPACE)

8.3010 SITE AND DESIGN REVIEW

PROJECT MEETS EXEMPTION #5. CANOPY ADDITION IS LESS THAN 1,000 SQUARE FEET.

OSSC CHAPTER 34

3403.6.7.1 ALTERATIONS AFFECTING AN AREA CONTAINING A PRIMARY FUNCTION

PROJECT MEETS EXEMPTION #4. ALTERATIONS TO EXISTING SIDEWALK AND NEW CANOPY ADDITION ARE FOR THE PURPOSE OF INCREASING

ACCESSIBILITY OF THE EXISTING BUILDING.

CODE ANALYSIS

s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:2 :5

P

M

A1.01

SITE PLAN

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

2 EXISTING STRIPED ACCESS AISLE TO REMAIN

3 EXISTING ACCESSIBLE PARKING TO REMAIN

5 PROVIDE ALLOWANCE FOR CONCRETE SIDEWALK REPAIRS, APPROX 555 SQ.FT.

6 EXISTING PARKING SPACES TO BE CHANGED TO 9' x 18' COMPACT SPACES.

PROVIDE 4" PARKING STRIPING, TWO COATS MINIMUM

7 LOCATION OF (1) EXISTING PARKING SPACE TO BE REMOVED. SEE EXISTING/DEMO

PLAN A2.01

PROJECT

NORTH

N

SCALE: 1" = 20'-0"A1.01

1 SITE PLAN

A3.01

UPUP

UP

10 10

COMPACT COMPACT COMPACT COMPACT

A4.01

A4.01

2 3

1 4

A A

B B

C C

A4.01

A4.01

A3.01

A3.013

14' - 6" 10' - 0" 11' - 0"

1' - 0" 8' - 0" RAMP 1' - 0"

35' - 6"

M

IN

6 11

(1:12 MAX)

7' - 0" +/- RAMP RUN 5' - 0" MIN

M

IN

/- 12

1' - 4"1' - 4"

1' - 0"1' - 0"

UP

UP

NEW CONCRETE SIDEWALK

60' - 6" VIF MATCH EXISTING

TY

P

IC

A L

2' +/-9' - 0" TYPICAL MATCH OPPOSITE

/2

LA

N

D

IN

G

(1 :1

M

A X

R

A M

P R

U N

/2

"M

A

TC

H E

X

IS

TI

N

G

V

IF

EQ EQ

R 2' - 2 1/4"

A. SEE A4.01 FOR CURB AND SIDEWALK INFORMATION

PROPOSED FLOOR PLAN NOTES

PROPOSED FLOOR PLAN KEYNOTES#

A. VERIFY LOCATION OF EXISTING UTILITIES, NOTIFY ARCHITECT OF

CONFLICTS WITH NEW WORK.

B. CUT AND PATCH EXISTING ASPHALT AS NECESSARY FOR NEW

WORK

EXISTING/DEMO FLOOR PLAN NOTES

EXISTING/DEMO FLOOR PLAN KEYNOTES#

s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:2 :5

P

M

A2.01

FLOOR PLANS -

EXISTING/DEMO AND

FLOOR PLAN - NEW

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

1 NEW STRUCTURAL COLUMN, TYPICAL

3 NEW CONTINUOUS STEEL RAILINGS, RETURN EXTENSIONS TO POST, SEE ELEVATIONS

4 NEW CONCRETE RAMP

5 NEW CONCRETE CURB

6 EXISTING SIDEWALK AND CURB TO REMAIN

7 EXISTING STOREFRONT DOORS TO REMAIN

8 REPAIR EXISTING CONCRETE SIDEWALK, SEE SITE PLAN FOR ADDITIONAL

INFORMATION

9 NEW CONCRETE LANDING LEVEL WITH EXISTING ASPHALT

10 JOG CURB AT COLUMNS/LANDING

11 PROVIDE 6" WIDE SIDEWALK TRENCH DRAIN WITH TRENCH PAN, COVER GRATE, CURB

OPENING, AND DOWNSPOUT BOOT WITH CLEANOUT; INSTALL PER MANUFACTURER'

WRITTEN INSTRUCTIONS; TRIM EXISTING DOWNSPOUT AS NECESSARY; GRATE AND

CURB OPENING TO BE COATED CAST IRON; SUBMIT MANUFACTURER'S PRODUCT

INFORMATION AND DETAILS FOR ARCHITECT'S REVIEW; FINISHES SELECTED BY

ARCHITECT FROM MANUFACTURER'S STANDARD COATINGS AND COLORS

12 PROVIDE CURB - LOCATE FACE CLEAR OF (E) ELECTRICAL EQUIPMENT

13 PROVIDE PAINTED 'COMPACT' MARKING AT MODIFIED SPACES, TYPICAL

14 LINE OF ROOF OVERHEAD

15 COORDINATE FOOTING WITH UG UTILITY LINES

16 PROVIDE CIRCULAR ISOLATION JOINT AT SINGLE HSS COLUMNS, TYPICAL

17 PROVIDE RADIUSED ISOLATION JOINT AT DOUBLE HSS COLUMNS, TYPICAL

18 REVIEW CONCRETE CONTROL JOINT LAYOUT WITH ARCHITECT

19 PAINT CURB YELLOW AT RAMP RUN AND LANDING

PROJECT

NORTH

N

SCALE: 1/4" = 1'-0"A2.01

1 FLOOR PLAN - EXISTING/DEMO

SCALE: 1/4" = 1'-0"A2.01

2 FLOOR PLAN - NEW

1 DEMOLISH EXISTING SIDEWALK AND CURB, TYPICAL

2 DEMOLISH EXISTING RAMP AND CURBS

3 REMOVE EXISTING STRIPING, TYPICAL

4 REMOVE EXISTING BOLLARDS

5 REMOVE EXISTING SIGNAGE AND POSTS. SALVAGE SIGNAGE FOR RE-USE

6 EXISTING ELECTRICAL SERVICE AND EQUIMPMENT TO REMAIN

7 EXISTING ACCESSIBLE PARKING, ACCESS AISLE, LANDING, CURBS AND

SIDEWALK TO REMAIN

8 DEMO AND SALVAGE EXISTING WHEELSTOPS FOR RE-USE

9 EXISTING UNDERGROUND POWER AND TELECOM TO REMAIN

10 REMOVE EXISTING SIGN POST, SALVAGE SIGN FOR REINSTALLATION

11 (4) EXISTING BOLLARDS TO REMAIN

PROJECT

NORTH

N

A4.01

A4.01

2 3

1 4

A A

B B

C C

A4.01

A4.01

COMPACT COMPACT COMPACT COMPACT

A3.013

12' - 0"15' - 6"

ADD ALTERNATE #1:

EXTEND CURB AND SIDEWALK AS SHOWN

ADD ALTERNATE #1:

EXTEND CURB AND SIDEWALK AS SHOWN

ADD ALTERNATE #1:

MODIFY STEEL RAILINGS AS SHOWN

SIM

SIM

SIM

R 9 3/4"

/2 s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:2 :5

P

M

A2.02

FLOOR PLANS - ADD

ALTERNATE 1

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

SCALE: 1/4" = 1'-0"A2.02

1 FLOOR PLAN - ADD ALTERNATE 1

Level 1 0' - 0"

6 7

16 16

Level 1 0' - 0"

A4.01

A4.01

22" DIA. CONCRETE PEDESTALS,

PIGMENTED CONCRETE FINISH

A4.01

1' - 0"EQ.EQ.EQ.2' - 3 3/4"2' - 3 3/4"4' - 6"4' - 6"4' - 6"1' - 0"

TY

P

STEEL RAILING

16' - 9 3/4"

STEEL RAILING

13' - 3 3/4"

14 15

ABC

A4.01

A4.01

1' - 4" EQ. EQ. EQ.

A. PATCH HOLES IN EXISTING METAL WALL PANEL AT LOCATIONS OF REMOVED

ELEMENTS, PREPARE SURFACE AND PROVIDE TOUCH-UP PAINT TO MATCH

EXISTING USING COMPATIBLE PAINT SYSTEM PER SPECIFICATIONS

B. PAINT STEEL STRUCTURE AND RAILINGS

EXTERIOR GENERAL NOTES

EXTERIOR KEYNOTES#

s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:3 :0

P

M

A3.01

ELEVATIONS -

EXISTING/DEMO AND

ELEVATIONS - NEW

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

SCALE: 1/4" = 1'-0"A3.01

1 ELEVATION - EXISTING/DEMO

SCALE: 1/4" = 1'-0"A3.01

2 ELEVATION - NEW

SCALE: 1/4" = 1'-0"A3.01

3 ELEVATION -SIDE

1 REMOVE AND SALVAGE EXISTING SECURITY CAMERA

2 REMOVE EXISTING LIGHT FIXTURE

3 REMOVE EXISTING SIGNAGE AND SALVAGE FOR FUTURE INSTALLATION BY OWNER

4 REMOVE EXISTING SIGNAGE AND SALVAGE FOR REINSTALLATION

5 EXISTING ACCESS CONTROL TO REMAIN

6 DEMOLISH EXISTING BOLLARDS, TYPICAL

7 APPROXIMATE LOCATION OF EXISTING ELECTRIC SERVICE EQUIPMENT TO REMAIN

9 EXISTING DOWNSPOUT TO REMAIN. MODIFY TERMINATION INTO NEW TRENCH DRAIN

10 EXISTING DOWNSPOUT TO REMAIN

11 STEEL TRUSS SEE STRUCTURAL DRAWINGS, PROVIDE BIRD WIRE ALONG TOP OF BOTTOM

CHORD

13 EXISTING KNOX BOX AND CARD READER TO REMAIN

14 REINSTALL EXISTING DROP OFF SIGN ON NEW GALVANIZED STEEL POST

15 REINSTALL EXISTING DROP OFF SIGN ON NEW STEEL COLUMN

16 EXISTING LIGHTING FIXTURE TO REMAIN

2 3

METAL ROOFING

METAL SOFFIT

STEEL BEAMS, PAINTED

STEEL COLUMNS, PAINTED

STEEL RAILINGS, PAINTED

CONCRETE RAMP

10' - 0"

TY

P

A4.01

RIDGE CAP AND VALLEY

FLASHINGS BY MFR.

PROVIDE 1/8" STEEL SHEET INFILL

PANELS AT GABLE END, FASTEN TO

METAL STUDS AND HSS, PAINT PANELS

AND FASTENERS

AB

STEEL COLUMNS

AND BEAMS,

PAINTED, TYPICAL

EXISTING

METAL

BUILDING

5' - 6" 8"

A4.01

A4.01

A4.01

METAL ROOFING

(E) PEMB

CONTINUOUS CLOSED CELL

FOAM CLOSURE STRIP SET

IN SEALANT

PREFINISHED METAL CAP

ATTACHED TO PEMB PANELS

CONTINUOUS CLOSED

CELL FOAM CLOSURE STRIP

SET IN SEALANT

FF PEMB

8"

CONDUIT PER ELECTRICAL,

DROP TO LIGHTING AT HIGH

FLUTES

GRID

STEEL ANGLE FASCIA

SUPPORT PER

STRUCTURAL, PAINTED

STEEL BEAM PER

STRUCTURAL,

PAINTED

METAL SOFFIT C CLOSURES

BY SOFFIT MFR, TYP

PREFINISHED SHEET METAL

CLEAT TO MATCH FASCIA

PREFINISHED SHEET

METAL FASCIA WITH DRIP

DRIP FLASHING TO

MATCH FASCIA

PREFINISHED METAL

SOFFIT PANELS

METAL ROOF DECK

PER STRUCTURAL

METAL ROOF PANELS

METAL ROOF DECK

1' - 4"

1/4" FURRING TO

CONCEAL ANGLE

GRID

STEEL ANGLE FASCIA

SUPPORT PER STRUCTURAL,

SHOP DRILL HOLES AT 16"

OC FOR LVL ATTACHMENT

STEEL BEAM PER

STRUCTURAL,

PAINTED

METAL SOFFIT C CLOSURES

BY SOFFIT MFR, TYP

PREFINISHED SHEET

METAL CLEAT TO

MATCH FASCIA

PREFINISHED SHEET

METAL DRIP FLASHING

TO MATCH FASCIA

PREFINISHED METAL

SOFFIT PANELS, TYP

METAL ROOF DECK

PER STRUCTURAL

METAL ROOF PANELS

RAKE CLOSURE

BY METAL ROOF

PREFINISHED SHEET

METAL WITH DRIP

OVER LVL FASCIA

1/4" FURRING TO

CONCEAL ANGLE

METAL ROOF DECK

1' - 0"

GRID

1 3/4" X 7 1/4" LVL

FASCIA

PROVIDE METAL FURRING AT SPACING

REQUIRED MY MANUFACTURER FOR

METAL ROOFING AND SOFFIT

INSTALLATIONS

STEEL PIPE RAILING WHERE OCCURS:

CORE DRILL INTO CONCRETE CURB

AND SET WITH NON-SHRINK EPOXY

GROUT, SEE ELEVATIONS FOR POST

SPACING

PROVIDE ISOLATION JOINTS AT

CURB AND EXISTING BUILDING

CONCRETE CURB, PROFILE

AND RADIUSED CORNERS

TO MATCH EXISTING M

A

X

8 3/4"

6"

4" CONCRETE SIDEWALK

4" BASE ROCK

COMPACTED SUBGRADE

2" BASE ROCK

COMPACTED SUBGRADE

EXISTING ASPHALT

PAVING, PATCH AS

NECSSARY, SEAL JOINT

EXISTING BASE ROCK

2% SLOPE MAX

LINE OF EXISTING BUILDING

WALL/FOOTING

MATCH EXISTING UNO

V A

R

IE

S

NOTES:

1. CURB EXPANSION JOINTS TO BE PROVIDED:

A. AT EACH POINT OF TANGENCY OF THE CURB.

B. AT EACH COLD JOINT.

C. AT EACH SIDE OF INLET STRUCTURES.

D. AT LOCATIONS NECESSARY TO LIMIT SPACING TO 45 FEET.

E. MATERIAL TO BE PRE-MOLDED, ASPHALT IMPREGNATED, NON EXTRUDING, WITH A THICKNESS OF 1/2

INCH

2. CURB CONTRACTION JOINTS

A. SPACING TO BE NOT MORE THAN 15 FEET

B. THE DEPTH OF THE JOINT SHALL BE AT LEAST 1-1/2 INCHES

3. SIDEWALK EXPANSION TO BE PROVIDED AT:

A. AT DOWNSPOUT TRENCH

B. AT RAMPS

C. AND AT SPACING NOT TO EXCEED 45 FEET

D. SEAL JOINT

4. FINISH WITH BROOM AND EDGE ALL JOINTS.

5. BASE ROCK: 3/4-INCH MINUS, <8% PASSING #200 SIEVE COMPACTED TO 92% MAX DENSITY (ASTM D155)

6. COMPACTED SUBGRADE: SCARIFY AND COMPACT TO MIN 92% MAX DENSITY

7. PROVIDE EXPANSION CAPS AND DOWELS AT LOCATIONS WHERE NEW AND EXISTING CONCRETE CURB

AND SIDEWALK MEET; 18-INCH LONG #4 SMOOTH BARS AT 3'-0" OC AT MID DEPTH OF CONCRETE s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:3 :0

P

M

A4.01

SECTIONS & DETAILS

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

SCALE: 1/2" = 1'-0"A4.01

1 CROSS SECTION @ GABLE

SCALE: 1/2" = 1'-0"A4.01

2 CROSS SECTION @ BUILDING

SCALE: 3" = 1'-0"A4.01

3 TYPICAL CANOPY HIGH EAVE @ PEMB

SCALE: 3" = 1'-0"A4.01

4 TYPICAL FASCIA AT LOW EAVE

SCALE: 3" = 1'-0"A4.01

5 TYPICAL FASCIA AT RAKE

SCALE: 1 1/2" = 1'-0"A4.01

7 CURB AND SIDEWALK SECTION

A4.01

A4.01

2 3

1 4

A A

B B

C C

A4.01

A4.01

LIGHTING AND SECURITY CAMERA

PER ELECTRICAL DRAWINGS,

COORDINATE FINAL LOCATIONS

WITH ARCHITECT AND ENGINEER

s w S im p so n

A v e

S u it e

B e n d

O re g o n t .3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

/3

/2

:3 :0

P

M

A6.01

REFLECTED CEILING

PLAN

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/30/2026

100% CD/PERMIT

PROJECT

NORTH

N

SCALE: 1/4" = 1'-0"A6.01

1 RCP - NEW

GENERAL NOTES:

1. ALL CONSTRUCTION AND DESIGN SHALL CONFORM TO THE 2024 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF OREGON

(2025 OSSC).

2. THE STRUCTURAL DRAWINGS SHALL BE UTILIZED IN CONJUNCTION WITH OTHER DESIGN CONSULTANT'S DRAWINGS (ARCHITECTURAL, MECHANICAL, ETC.). IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE THE REQUIREMENTS OF THE DRAWINGS INTO THEIR

SHOP DRAWINGS AND CONSTRUCTION.

3. THE GENERAL STRUCTURAL NOTES ARE INTENDED FOR USE IN CONJUNCTION WITH THE PROJECT SPECIFICATIONS. IN THE EVENT OF A

CONFLICT BETWEEN THE TWO, THE GENERAL STRUCTURAL NOTES SHALL SUPERSEDE THE PROJECT SPECIFICATIONS. ANY DISCREPANCY

SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND ENGINEER.

4. CONSTRUCTION SEQUENCE AND METHODS:

A. THE STRUCTURAL DRAWINGS ARE INTENDED FOR THE STRUCTURE TO ACT AS A WHOLE ONCE CONSTRUCTION IS COMPLETE. IT IS

THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE SAFETY AND STABILITY (I.E. TEMPORARY BRACING IF REQUIRED) DURING

CONSTRUCTION AS A RESULT OF CONSTRUCTION METHODS AND SEQUENCES.

B. THE CONTRACTOR SHALL TAKE INTO ACCOUNT COLD WEATHER CONSTRUCTION AND THE EFFECTS OF THERMAL MOVEMENT

DURING THE CONSTRUCTION SCHEDULE.

C. NON-CANTILEVERED OR RESTRAINED RETAINING WALLS SHALL NOT BE BACKFILLED UNTIL THE WALL HAS BEEN TIED INTO THE

LOWER AND UPPER SLAB SUPPORTS UNLESS ADEQUATE ENGINEERED BRACING HAS BEEN APPROVED.

5. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING CONDITIONS. THE ARCHITECT AND/OR ENGINEER SHALL BE NOTIFIED OF ANY

DISCREPANCY BETWEEN THE EXISTING CONDITIONS AND CONSTRUCTION DOCUMENTS.

6. SUBMITTALS:

A. SUBMITTALS OF SHOP DRAWINGS, MILL TEST REPORTS, PRODUCT DATA FOR ITEMS AND BIDDER DESIGN ITEMS SHALL BE MADE TO

THE ARCHITECT/ ENGINEER PRIOR TO FABRICATION AND CONSTRUCTION. BEFORE SUBMISSION TO THE ARCHITECT/ ENGINEER, THE

CONTRACTOR SHALL REVIEW THE SUBMITTALS FOR COMPLETENESS. VERIFICATION OF DIMENSIONS AND QUANTITIES IS THE SOLE

RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL MARK THE SHOP DRAWING WITH ALL NECESSARY COMMENTS AND

DETAILER REQUESTED INFO BEFORE FORWARDING TO THE ARCHITECT/ ENGINEER. SUBMITTALS SHALL BE MADE IN TIME TO

PROVIDE A MINIMUM OF TWO WEEKS FOR REVIEW BY THE ARCHITECT/ ENGINEER.

B. SHOP DRAWINGS FOR ALL STRUCTURAL ITEMS SHALL BE SUBMITTED TO THE ARCHITECT/ ENGINEER PRIOR TO FABRICATION AND

CONSTRUCTION. SUCH ITEMS INCLUDE:

CONCRETE MIX DESIGNS, CONCRETE AND MASONRY REINFORCEMENT (INCLUDING MILL TEST REPORTS), EMBEDDED STEEL ITEMS, STRUCTURAL STEEL (INCLUDING MILL TEST REPORTS), STEEL DECK, STEEL STUDS, AND COLD FORMED STEEL FRAMING.

SHOP DRAWINGS OR CONTRACTOR ENGINEERED DETAILS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER

IN THE STATE OF OREGON IF IT DIFFERS FROM THE DESIGN OF THE STRUCTURAL DRAWINGS. ANY REVISION FROM THE STRUCTURAL

DRAWINGS SHALL BE SUBMITTED ALONG WITH SUPPORTING CALCULATIONS BEARING THE SEAL AND SIGNATURE OF A REGISTERED

STRUCTURAL ENGINEER IN THE STATE OF OREGON TO THE ARCHITECT/ ENGINEER FOR REVIEW AND ACCEPTANCE.

C. CALCULATIONS, DESIGN DRAWINGS, AND SHOP DRAWINGS FOR THE DESIGN, FABRICATION AND CONSTRUCTION OF THE BIDDER

DESIGN ITEMS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF OREGON AND

SHALL BE SUBMITTED TO THE ARCHITECT/ ENGINEER PRIOR TO FABRICATION. BIDDER DESIGN ITEMS FOR THIS PROJECT INCLUDE:

PRECAST CONCRETE, STAIRS, SUNSHADES/ PREMANUFACTURED AWNINGS, SKYLIGHTS, WINDOW WALLS, AND ALL OTHER GLAZING

SYSTEMS.

CALCULATIONS AND BIDDER DESIGN DRAWINGS SHALL INCLUDE THE DESIGN, CONNECTION TO THE STRUCTURE, AND ACCOUNTING OF ANY

LOCALIZED EFFECTS THE CONNECTIONS OR SYSTEMS MAY INDUCE ON THE STRUCTURE. ALL SUCH BIDDER DESIGNED ITEMS SHALL BE BASED

ON THE DESIGN REQUIREMENTS AS SPECIFIED IN THE GENERAL STRUCTURAL NOTES.

7. DESIGN CRITERIA:

A. CODE: 2024 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF OREGON (2025 OSSC) .

B. LOADS AND DESIGN CRITERIA: THE FOLLOWING LIVE LOADS AND CRITERIA WERE USED IN ADDITION TO THE DEAD LOAD OF THE STRUCTURE.

LIVE LOADS:

ROOF

GROUND SNOW LOAD.................................................. 38 PSF

SNOW EXPOSURE FACTOR............................................ Ce= 1.0

SNOW IMPORTANCE FACTOR....................................... Is= 1.0

THERMAL FACTOR........................................................ Ct = 1.1

ROOF SNOW LOAD (SLOPES < 1:12).............................. 25 PSF (PLUS ADDED SNOW DRIFT IF SHOWN ON PLANS)

SOIL CRITERIA: (NO REPORT USE ASSUMED VALUES)

FOOTING (FROST) DEPTH................................................... ..... 1'-6" MIN. BELOW GRADE

ALLOWABLE SOIL BEARING VALUES

ON ENGINEERED FILL OR NATIVE SOILS........................ 1500 PSF (W/ 1/3 INCREASE FOR SHORT TERM LATERAL LOADS)

RETAINING WALLS

ACTIVE - UNRESTRAINED........................................................ 35 PCF (LEVEL BACKFILL)

ACTIVE - RESTRAINED.................................................... 50 PCF (LEVEL BACKFILL)

PASSIVE.......................................................................... 250 PSF/FT. BELOW NATURAL GRADE (ENGINEERED FILL OR NATIVE SOILS)

FRICTION COEFFICIENT............................................................ 0.35 (ENGINEERED FILL OR NATIVE SOILS)

LATERAL CRITERIA:

RISK CATEGORY........................................................................ II

WIND (DIRECTIONAL DESIGN PROCEDURE PER 2025 OSSC)

ULT. DESIGN WIND SPEED, Vult (3-SEC GUST)................... 99 MPH

WIND EXPOSURE............................................................. C

INTERNAL PRESSURE COEFFICIENT................................. ± 0.18

COMPONENTS AND CLADDING DESIGN

PRESSURE NOTES:

1. LOADS APPLIED IN EITHER DIRECTION

NORMAL TO SURFACE

2. REFER TO FIGURE 30.4-1 ASCE 7-16

FOR ZONES

3. GABLE, HT.=30', EXP. ADJ.=0.713

SEISMIC (EQUIVALENT LATERAL FORCE PROCEDURE)

IMPORTANCE FACTOR (SEISMIC).................................. Ie= 1.0

SITE CLASS..................................................................... D

SPECTRAL RESPONSE ACCELERATIONS......................... Ss= 0.38

S1= 0.15

SPECTRAL RESPONSE COEFFICIENTS............................. Sds= 0.37

Sd1= 0.28

SEISMIC DESIGN CATEGORY....................................................... D

BOTH DIRECTIONS:

RESPONSE MODIFICATION COEFFICIENT.............................. R= 1.25

SEISMIC RESPONSE COEFFICIENT............................ Cs= 0.30

DESIGN BASE SHEAR (ULT)....................................... V= 1.44K ULT (rho=1.0)

CONCRETE AND REINFORCING STEEL:

1. CONCRETE CONSTRUCTION SHALL CONFORM TO ACI 318-19 AND THE 2024 INTERNATIONAL BUILDING CODE AS AMENDED BY THE STATE OF

OREGON (2025 OSSC).

2. THE MINIMUM 28 DAY CONCRETE STRENGTHS SHALL BE AS FOLLOWS:

F'c = 3000 PSI....................................FOR ALL USES UNLESS NOTED OTHERWISE.

(NOTE: FOOTINGS / STEM WALLS DESIGNED FOR F'c=2500 PSI, CONCRETE SPECIAL INSPECTION NOT REQUIRED FOR FOOTINGS / STEM

WALLS).

3. CONCRETE MIX DESIGNS, ALONG WITH TEST DATA AS REQUIRED, BY ACI 318-19, SECTION 26.4, SHALL BE SUBMITTED TO THE ARCHITECT/

ENGINEER FOR REVIEW A MINIMUM OF TWO WEEKS PRIOR TO CONCRETE POURS.

4. SPECIFIED CONCRETE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39, WHEN AND WHERE SPECIAL

INSPECTION IS REQUIRED.

5. A 20% MAXIMUM OF THE CEMENT CONTENT MAY BY SUBSTITUTED WITH FLYASH CONFORMING TO ASTM C618, TYPE F OR C. HIGHER

PERCENTAGES OF FLYASH MAY BE UTILIZED WITH ACCEPTANCE AND APPROVAL BY THE STRUCTURAL ENGINEER. ANY CONCRETE MIX

UTILIZING FLYASH SHALL BE VERIFIED WITH TEST DATA.

6. ADDITIONAL WATER SHALL NOT BE ADDED TO THE CONCRETE MIX AT THE JOBSITE. WATER REDUCING ADMIXTURES CONFORMING TO ASTM

C494 MAY BE UTILIZED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.

7. IF CONCRETE IS TO BE POURED AGAINST AN EXISTING CONCRETE SURFACE, THE EXISTING SURFACE SHALL BE CLEANED AND ROUGHENED TO

A MIN. 1/4" AMPLITUDE.

8. SLEEVES, OPENINGS, CONDUITS, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE

STRUCTURAL ENGINEER BEFORE POURING. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIAMETER THAN ONE THIRD

THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. PROVIDE 3/4" CHAMFERS ON ALL

EXPOSED CONCRETE EDGES UNLESS NOTED OTHERWISE ON ARCHITECTURAL OR LANDSCAPE DRAWINGS.

9. SHORING AND RESHORING:

SHORING AND RESHORING SHALL CONFORM TO ACI347.2 R-17. SHORING AND SUPPORTING FORMWORK SHALL NOT BE REMOVED FROM

HORIZONTAL MEMBERS BEFORE CONCRETE STRENGTH IS AT LEAST 70 PERCENT OF DESIGN STRENGTH, AS DETERMINED BY FIELD CURED

CYLINDERS. IN ADDITION, SHORING SHALL NOT BE REMOVED SOONER THAN RECOMMENDED BY ACI 347.2R-17. FORMWORK SHALL NOT BE

REMOVED IN LESS THAN (10) DAYS.

10. REINFORCING STEEL:

A. REINFORCING STEEL SHALL BE DETAILED, FABRICATED, AND INSTALLED ACCORDING TO THE "MANUAL OF STANDARD PRACTICE OF

REINFORCED CONCRETE CONSTRUCTION" BY THE CONCRETE REINFORCING STEEL INSTITUTE (CRSI).

B. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60.

C. SMOOTH BARS OR WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1064.

D. REINFORCING STEEL REQUIRING WELDING OR PLACED WITHIN A SPECIFIED BOUNDARY ELEMENT OR MOMENT FRAME ELEMENT

SHALL CONFORM TO WELDABLE ASTM A706.

E. ALL LAP SPLICES OF REINFORCEMENT SHALL CONFORM TO CLASS B LAPS AS SHOWN ON THE LAP SPLICE SCHEDULE, UNLESS NOTED

OTHERWISE.

F. ANY MECHANICAL BAR SPLICES SHOWN SHALL BE MADE WITH DAYTON BAR-GRIP COUPLERS OR WITH AN APPROVED PRODUCT

SUBMITTED TO THE ENGINEER OF RECORD WITH AN ICBO REPORT.

G. UNLESS NOTED OTHERWISE, REINFORCING STEEL SHALL HAVE THE MINIMUM COVER OR PROTECTION FOR THE FOLLOWING USES

AS NOTED BELOW:

BEAMS, JOISTS, AND COLUMNS.............................. 1-1/2" (TO TIES OR STIRRUPS)

SLABS........................................................................1"

WALLS

INTERIOR FACES..........................................3/4"

EXPOSED TO EARTH OR WEATHER..............1-1/2" (#5 BARS AND SMALLER)

2" (#6 BARS AND LARGER)

FOOTINGS.................................................................3"

11. CONCRETE WALLS:

A. PROVIDE THE MINIMUM WALL REINFORCING AS SHOWN BELOW UNLESS NOTED OTHERWISE ON PLANS:

WALL THICKNESS REINFORCING

6" #4 VERT. @ 18" OC & #4 HORIZ. @ 16" OC @ ℄ OF WALL

8" #4 VERT. @ 18" OC & #4 HORIZ. @ 12" OC @ ℄ OF WALL

10" #5 VERT. @ 18" OC & #5 HORIZ. @ 15" OC @ ℄ OF WALL

12" #4 VERT. @ 18" OC & #4 HORIZ. @ 16" OC @ EACH FACE OF WALL (2" CLR.)

B. HOOKED DOWELS FROM FOUNDATIONS SHALL BE PROVIDED TO MATCH VERTICAL WALL REINFORCING.

C. PROVIDE HOOKED DOWELS MATCHING SLAB REINFORCING FROM WALLS TO SLABS OR HOOK SLAB REINFORCEMENT INTO WALLS.

D. UNLESS NOTED OTHERWISE, PLACE (2) #5 BARS IN WALLS W/ (2) LAYERS OF REINF. IN BOTH DIRECTIONS & (1) #5 BAR IN WALLS

HAVING SINGLE LAYER OF REINF. IN BOTH DIRECTIONS, ON ALL SIDES OF SLAB AND WALL OPENINGS EXTENDED 36" BEYOND

OPENING. PROVIDE (1) OR (2) 4'-8" LONG DIAGONAL #5 BARS AT EACH CORNER OF THE OPENING MATCHING THE LAYERS OF

REINFORCING.

STRUCTURAL STEEL:

1. STEEL DESIGN, FABRICATION, AND ERECTION SHALL CONFORM WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION

OF STRUCTURAL STEEL FOR BUILDINGS" AND THE "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES".

2. THE GRADE AND SPECIFICATION OF THE STEEL MEMBERS SHALL BE AS FOLLOWS:

WIDE FLANGE SHAPES, BRACED FRAME GUSSET PLATES ASTM A572 GRADE 50 OR ASTM A992 GRADE 50

WIDE FLANGE SHAPES SPECIFIED AS PART OF THE

LATERAL FORCE RESISTING SYSTEM ASTM A992 GRADE 50

CHANNELS, PLATES, BARS AND ANGLES (U.N.O.) ASTM A36

HOLLOW STRUCTURAL SECTIONS (TUBES) ASTM A500 GRADE B (FY=46 KSI)

HOLLOW STRUCTURAL SECTIONS (PIPES) ASTM A53 GRADE B (FY=35 KSI)

HIGH STRENGTH BOLTS ASTM A325/ F1852, TYPE 1, PLAIN

NUTS ASTM A563

WASHERS (REQ'D @ SLOTTED & OVERSIZE HOLES) ASTM F436

ANCHOR BOLTS ASTM F1554, GRADE 36

THREADED RODS ASTM A36

3. BOLTS SHALL CONFORM TO ASTM SPECIFICATIONS FOR HIGH STRENGTH A325 AND A490 BOLTS. ALL FAYING SURFACES SHALL BE PREPARED

AS REQUIRED FOR CLASS A OR BETTER SLIP-CRITICAL JOINTS. ALL BOLTS UTILIZED IN SEISMIC RESISTING ELEMENTS SHALL BE FULLY

TENSIONED.

4. WELDING SHALL CONFORM TO THE AWS CODES FOR BUILDING CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A

WELDING PROCEDURE SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE ENGINEER OF RECORD. THE WPS VARIABLES

SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER.

5. ALL COMPLETE JOINT PENETRATION WELDS USED IN THE SEISMIC RESISTING SYSTEM SHALL BE MADE WITH A FILLER METAL THAT HAS A

MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT MINUS 20° F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION.

ALL COMPLETE JOINT PENETRATION WELDS FOR NON-SEISMIC RESISTING SYSTEMS SHALL BE MADE WITH A FILLER METAL THAT HAS A

MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 60° F.

6. FOR MEMBERS AND CONNECTIONS THAT ARE PART OF THE SEISMIC RESISTING SYSTEM, DISCONTINUITIES CREATED BY ERRORS OR BY

FABRICATION OR ERECTION OPERATIONS, SUCH AS TACK WELDS, ERECTION AIDS, AIR-ARC GOUGING, AND FLAME CUTTING, SHALL BE

REPAIRED AS REQUIRED BY THE ENGINEER OF RECORD.

7. WELDS SHALL UTILIZE E70XX ELECTRODES AND SHALL BE A MINIMUM OF 3/16" IN SIZE UNLESS NOTED OTHERWISE.

8. ALL STEEL EXPOSED TO SOIL, MOISTURE OR WEATHER SHALL BE HOT DIPPED GALVANIZED PER ASTM A123 OR HAVE ANOTHER APPROVED

PROTECTIVE COATING.

9. HEADED SHEAR STUDS, DEFORMED BAR ANCHORS AND THREADED STUDS SHALL BE NELSON PRODUCT OR APPROVED EQUAL. STUDS/

D.B.A.'S SHALL BE WELDED WITH AUTOMATICALLY TIMED STUD WELDING MACHINE PER AWS D1.1 SECTIONS 7 & 7.8.1.

STEEL DECK:

1. ALL METAL DECKING SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL DECK INSTITUTE.

2. STEEL FLOOR DECK SHALL BE COMPOSITE TYPE WITH FLUTES AT 12" OC AND CONFORM TO ASTM A653-SS DESIGNATION, GRADE 33

MINIMUM OR ASTM A611, GRADE C.

3. STEEL ROOF DECK SHALL BE 1-1/2" TYPE B AND CONFORM TO ASTM A653 - SS DESIGNATION WITH THE GALVANIZED COATING IN

ACCORDANCE WITH ASTM A653 G60 (G90 WHERE PERMANENTLY EXPOSED TO WEATHER).

4. THE MINIMUM DECK SIZES AND GAGES ARE AS NOTED ON THE PLANS AND ARE BASED ON A 3-SPAN, UNSHORED CONDITION. THE MINIMUM

DECK PROPERTIES ARE AS SHOWN BELOW:

1 1/2"-18 GAGE ROOF DECK MIN. I(IN⁴/FT) = 0.302, MIN. S(IN³/FT) = 0.314

5. STEEL ROOF DECK ATTACHMENT SHALL BE AS SPECIFIED BELOW.

-1/2" EFFECTIVE DIAMETER PUDDLE WELDS AT 12" OC AT TRANSVERSE AND PERIMETER SUPPORTS

-1/2" EFFECTIVE DIAMETER PUDDLE WELDS AT 12" OC AT LONGITUDINAL SUPPORTS

-BUTTON PUNCH AT 12" OC AT SIDE LAP CONNECTIONS

6. WELDERS SHALL BE AWS CERTIFIED FOR LIGHT GAUGE METAL WELDING.

COLD FORMED STEEL FRAMING:

1. COLD-FORMED STEEL FRAMING SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH AISI S-07 STANDARDS AND WITH

THE MANUFACTURER'S RECOMMENDATIONS.

2. PROVIDE METAL STUDS, JOISTS AND ACCESSORIES AS INDICATED ON THE DRAWINGS AND AS NEEDED FOR COMPLETE AND PROPER

INSTALLATION PER THE MANUFACTURER'S RECOMMENDATIONS.

3. PROVIDE ALL ACCESSORIES INCLUDING, BUT NOT LIMITED TO, TRACKS, CLIPS, WEB STIFFENERS, ANCHORS, FASTENING DEVICES, RESILIENT

CLIPS AND OTHER ACCESSORIES REQUIRED FOR A COMPLETE AND PROPER INSTALLATION.

4. ALL LIGHT-GAGE STEEL FRAMING SHALL BE AS SPECIFIED BELOW, UNLESS OTHERWISE NOTED ON THE PLANS:

ASTM A-446 GRADE D (Fy=50 KSI) FOR 16 GAGE AND HEAVIER

ASTM A-446 GRADE A (Fy=33 KSI) FOR 18 GAGE AND LIGHTER

5. FASTENING OF COMPONENTS SHALL BE WITH SELF-DRILLING SCREWS OR WELDING. SCREWS OR WELDS SHALL BE OF SUFFICIENT SIZE TO

ENSURE THE STRENGTH OF THE CONNECTION. ALL WELDING SHALL CONFORM TO AWS SPECIFICATIONS. ALL WELDERS SHALL BE CERTIFIED

FOR LIGHT GAGE STEEL UNDER AWS SPECIFICATIONS.

6. PRIOR TO FABRICATION OF FRAMING, THE CONTRACTOR SHALL SUBMIT SHOP DRAWINGS TO THE ARCHITECT AND ENGINEER FOR

APPROVAL.

7. ALL COMPONENTS SHALL BE CUT SQUARELY FOR ATTACHMENT TO PERPENDICULAR MEMBERS OR AS REQUIRED FOR AN ANGULAR FIT

AGAINST ABUTTING MEMBER.

8. WALL STUDS SHALL BE PLUMBED, ALIGNED AND SECURELY ATTACHED TO FLANGES OF BOTH UPPER AND LOWER RUNNERS. EXCEPT, NON-

LOAD BEARING WALL STUDS NEED NOT BE ATTACHED TO UPPER RUNNERS.

9. SPLICES IN AXIAL LOAD BEARING MEMBERS OTHER THEN RUNNER TRACK SHALL NOT BE PERMITTED.

10. RUNNER TRACKS SHALL BE SECURELY ANCHORED TO SUPPORTING STRUCTURE.

11. ANCHORAGE OF NON-LOAD BEARING WALLS SHALL ALLOW FOR VERTICAL MOVEMENT OF THE BUILDING STRUCTURE TO WHICH THEY ARE

ATTACHED.

12. STUDS AND JOISTS TO BE BRACED WITH BRIDGING/BRACING PER MANUFACTURER'S SPECIFICATIONS

13. ALL COLD FORMED STEEL CONNECTIONS SHALL BE MANUFACTURED BY THE STEEL NETWORK, INC. OR AN APPROVED EQUAL. THE

APPROVED EQUAL WITH ICBO REPORTS MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL. CONNECTIONS SHALL BE INSTALLED PER

THE MANUFACTURER'S INSTALLATION REQUIREMENTS.

ULT. DESIGN WIND PRESSURE (PSF) FOR 10 FT.2

ZONE 1 +12.5/ -21.7

ROOF (PSF)

WALL (PSF)

+12.5/ -36.5

+12.5/ -55.0

+21.7/ -23.6

+21.7/ -36.5

GENERAL STRUCTURAL NOTES:

ZONE 2

ZONE 3

ZONE 4

ZONE 5

CONCRETE AND REINFORCING STEEL CONT.:

12. ADDITIONAL CONCRETE ITEMS:

A. HEADED SHEAR STUDS AND DEFORMED BAR ANCHORS SHALL BE AN APPROVED NELSON PRODUCT OR APPROVED EQUAL.

B. WEDGE ANCHORS OR EXPANSION BOLTS SHALL BE HILTI KWIK BOLT-TZ OR AN APPROVED EQUAL SUBMITTED WITH ICBO REPORTS

TO THE ENGINEER FOR REVIEW.

C. EPOXY ANCHORS OR DOWELS SHALL BE INSTALLED WITH HILTI HIT-RE 500-V3 EPOXY ADHESIVE. AN APPROVED EQUAL IN CRACKED

OR UNCRACKED CONCRETE WITH ICBO REPORTS MAY BE SUBMITTED TO THE ENGINEER FOR APPROVAL.

D. UNLESS NOTED OTHERWISE, PERMANENTLY EXPOSED EMBEDDED PLATE AND ANGLE ASSEMBLIES SHALL BE HOT DIPPED

GALVANIZED AFTER FABRICATION. WELDS OR LOADS SHALL NOT BE PLACED ON THE EMBEDDED ASSEMBLIES FOR A MINIMUM OF

(7) DAYS AFTER CASTING IN CONCRETE.

13. REINFORCEMENT SHALL BE SECURED IN FORMS WITH SUITABLE TIES AND ANCHORAGE TO PREVENT DISPLACEMENT. BARS ADJACENT TO

EARTH SHALL BE SUPPORTED BY CEMENT MORTAR CUBES.

14. REINFORCING STEEL SHALL NOT BE DISPLACED FOR THE CONVENIENCE OF OTHER TRADES UNLESS APPROVED BY THE STRUCTURAL

ENGINEER OF RECORD.

15. "WET SETTING" OF REINFORCEMENT, ANCHOR BOLTS AND INSERTS IS NOT PERMITTED. STATEMENT OF SPECIAL INSPECTION NOTES:

1. SPECIAL INSPECTIONS SHALL CONFORM TO SECTION 1705 OF THE 2025 OSSC, CONTRACT DOCUMENTS AND APPROVED SUBMITTALS. REFER TO SPECIAL INSPECTION

AND TESTING TABLES FOR PROJECT REQUIREMENTS.

2. SPECIAL INSPECTIONS AND ASSOCIATED TESTING SHALL BE PERFORMED BY AN APPROVED ACCREDITED INDEPENDENT AGENCY MEETING THE REQUIREMENTS OF

ASTM E329 (MATERIALS). THE INSPECTION AND TESTING AGENCY SHALL FURNISH TO THE STRUCTURAL ENGINEER ARCHITECT A COPY OF THEIR SCOPE OF

ACCREDITATION. SPECIAL INSPECTORS SHALL BE APPROVED BY THE BUILDING OFFICIAL. WELDING INSPECTORS SHALL BE QUALIFIED PER SECTION 6.1.4.1(1) OF

AWS D1.1.

3. THE SPECIAL INSPECTOR SHALL OBSERVE THE INDICATED WORK FOR COMPLIANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. ALL DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION AND NOTED IN THE INSPECTION REPORTS.

4. THE SPECIAL INSPECTOR AND GEOTECHNICAL ENGINEER SHALL FURNISH INSPECTION REPORTS FOR EACH INSPECTION TO THE BUILDING OFFICIAL, STRUCTURAL

ENGINEER, ARCHITECT, CONTRACTOR, AND OWNER. THE SPECIAL INSPECTION AGENCY SHALL SUBMIT A FINAL REPORT STATING THAT THE WORK REQUIRING

SPECIAL INSPECTION WAS INSPECTED AND IS IN CONFORMANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THAT ALL DISCREPANCIES NOTED IN THE

INSPECTION REPORTS HAVE BEEN CORRECTED.

5. QUALITY ASSURANCE (QA) IS REQURIED FOR STRUCTURAL STEEL ITEMS PER AISC 360 AND 341 UNLESS SPECIFICALLY NOTED OTHERWISE. QUALITY CONTROL (QC)

TO BE PROVIDED BY THE FABRICATOR, ERECTOR OR OTHER RESPONSIBLE CONTRACTOR AS APPLICABLE. CONTRACTOR AND SPECIAL INSPECTOR TO DOCUMENT

QUALITY CONTROL AS REQUIRED IN AISC 360 SECTION N3 AND AISC 341 SECTION J2.

6. INSPECTION TYPES: CONTINUOUS: THE FULL-TIME OBSERVATION OF WORK REQUIRING SPECIAL INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS

PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. PERIODIC: THE PART-TIME OR INTERMITTENT OBSERVATION OF WORK REQUIRING SPECIAL

INSPECTION BY AN APPROVED SPECIAL INSPECTOR WHO IS PRESENT IN THE AREA WHERE THE WORK HAS BEEN OR IS BEING PERFORMED AND AT THE COMPLETION

OF THE WORK. OBSERVE: OBSERVE THESE FUNCTIONS ON A RANDOM, DAILY BASIS. OPERATIONS NEED NOT BE DELAYED PENDING OBSERVATIONS. PERFORM:

INSPECTIONS SHALL BE PERFORMED PRIOR TO THE FINAL ACCEPTANCE OF THE ITEM.

7. PERFORM INSPECTION PRIOR TO FINAL ACCEPTANCE OF THE ITEM FOR TEN WELDS TO BE MADE BY A GIVEN WELDER, WITH THE WELDER DEMONSTRATING

UNDERSTANDING OF REQUIREMENTS AND POSSESSION OF SKILLS AND TOOLS TO VERIFY THESE ITEMS, THE PERFORM DESIGNATION OF THIS TASK SHALL BE

REDUCED TO OBSERVE, AND THE WELDER SHALL PERFORM THIS TASK. SHOULD THE INSPECTOR DETERMINE THAT THE WELDER HAS DISCONTINUED PERFORMANCE

OF THIS TASK, THE TASK SHALL BE RETURNED TO PERFORM UNTIL SUCH TIME AS THE INSPECTOR HAS RE-ESTABLISHED ADEQUATE ASSURANCE THAT THE WELDER

WILL PERFORM THE INSPECTION TASKS LISTED.

8. SPECIAL INSPECTION OF MECHANICAL POST INSTALLED ANCHORS SHALL BE IN STRICT CONFORMANCE WITH THE ICC REPORT AND MANUFACTURER'S INSTALLATION

REQUIREMENTS. ANCHOR INSTALLERS SHALL BE QUALIFIED AS REQUIRED BY JURISDICTION REQUIREMENTS.●INSPECTION REPORTS SHALL IDENTIFY NAMES OF

INSTALLERS.●SPECIAL INSPECTOR SHALL PROVIDE DOCUMENTATION AT THE END OF ANCHOR INSTALLATIONS STATING THAT THE ANCHORS WERE INSPECTED PER

APPROVED ANCHOR EVALUATION REPORT.

9. TESTING ABBREVIATIONS:

NDT - NON-DESTRUCTIVE TESTING

C.J.P. - COMPLETE JOINT PENETRATION

MT - MAGNETIC PARTICLE TESTING

RBS - REDUCED BEAM SECTION

10. DOCUMENT (D): INDICATES CONTRACTOR AND SPECIAL INSPECTOR TO PROVIDE DOCUMENTATION IN ACCORDANCE WITH AISC 341.

11. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION, SCHEDULING AND TIMELY NOTIFICATION OF THE DESIGNATED SPECIAL INSPECTOR PRIOR TO ALL

WORK REQUIRING SPECIAL INSPECTION.

CONTRACTOR RESPONSIBILITY: EACH CONTRACTOR RESPONSIBLE FOR THE CONSTRUCTION OF THE MAIN WIND-OR SEISMIC-FORCE-RESISTING SYSTEM, DESIGNATED

SEISMIC SYSTEM OR A WIND-OR SEISMIC-RESISTING COMPONENT LISTED THE TABLES SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING

OFFICIAL AND THE OWNER PRIOR TO THE COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. THE CONTRACTOR'S STATEMENT OF RESPONSIBILITY SHALL

CONTAIN THE FOLLOWING:

ACKNOWLEDGEMENT OF AWARENESS OF THE SPECIAL REQUIREMENTS CONTAINED IN THE STATEMENT OF SPECIAL INSPECTIONS.

1. ACKNOWLEDGEMENT THAT CONTROL WILL BE EXERCISED TO OBTAIN CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS APPROVED BY THE BUILDING

OFFICIAL.

2. PROCEDURES FOR EXERCISING CONTROL WITHIN THE CONTRACTOR'S ORGANIZATION, THE METHOD AND FREQUENCY OF REPORTING AND DISTRIBUTION OF THE

REPORTS.

3. IDENTIFICATION AND QUALIFICATIONS OF THE PERSON(S) EXERCISING SUCH CONTROL AND THEIR POSITION(S) IN THE ORGANIZATION.

SPECIAL INSPECTIONS:

1. THE ITEMS NOTED SHALL BE INSPECTED BY A CERTIFIED SPECIAL INSPECTION FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING

REQUIREMENTS, REFER TO THE MATERIAL SAMPLING AND TESTING SECTION, THE PROJECT SPECIFICATIONS, AND THE SPECIFIC GENERAL NOTES SECTIONS. THE

TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING AND INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, ENGINEER, CONTRACTOR, AND

BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ENGINEER.

2. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL BIDDER DESIGNED COMPONENTS. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK

PERFORMED BY AN APPROVED FABRICATOR PER 2025 OSSC SECTION 1704.2.5.1.

3. CONTINUOUS SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT ALL TIMES OBSERVING THE WORK REQUIRING SPECIAL INSPECTION PER

2025 OSSC 1702, PERIODIC SPECIAL INSPECTION MEANS THAT THE SPECIAL INSPECTOR IS ON SITE AT TIME INTERVALS NECESSARY TO CONFIRM THAT ALL WORK

REQUIRING SPECIAL INSPECTION IS IN COMPLIANCE.

4. THE CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION, SCHEDULING AND TIMELY NOTIFICATION OF THE DESIGNATED SPECIAL INSPECTOR PRIOR TO ALL

WORK REQUIRING SPECIAL INSPECTION.

STEEL - SPECIAL INSPECTIONS

SYSTEM OR MATERIAL

OSSC

CODE

REFERENCE

CODE OR

STANDARD

REFERENCE

INSPECTION (NOTES 5 AND 6)

REMARKS

"CONTINUOUS

/ PERFORM"

"PERIODIC

/ OBSERVE"

STRUCTURAL STEEL WELDING

VERIFYING USE OF PROPER WPS'S

"1705.2.1

AWS D1.1"

AISC 360 N3.2

RETAIN A RECORD OF WELDING PROCEDURE

SPECIFICATIONS

VERIFYING WELDER QUALIFICATIONS AWS D1.1 X RETAIN A RECORD OF QUALIFICATION CARDS

COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS

TABLE

1705.2-6

AWS D1.1

CLAUSE 6

X

MULTIPASS FILLET WELDS X

SINGLE PASS FILLET WELDS GREATER THAN 5/16" X ALL WELDS VISUALLY INSPECTED PER AWS D1.16.9

PLUG AND SLOT WELDS X

SINGLE PASS FILLET WELDS LESS THAN OR EQUAL TO 5/16" X

WELDING STAIR AND RAILING SYSTEMS 1705.2(2.5)

AWS D1.1

CLAUSE 6

X

"ALL WELDS VISUALLY INSPECTED PER AWS

D1.1

6.9"

VERIFICATION OF JOINT & CONNECTION DETAILS INCLUDING

MEMBER AND COMPONENT LOCATIONS, BRACING, AND

STIFFENERS

TABLE

1705.2-7

AWS D1.1 X

SNUG-TIGHT BOLT INSTALLATION

"1705.2.

TABLE

1705.2-

AISC

M2-5

AISC

N5-6"

"RCSC

SPECIFICATION

FOR

STRUCTURAL

JOINTS USING

ASTM A325

OR A490

BOLTS

SECTION 9

AISC 360

SECTION

M2.5"

X

ALL CONNECTIONS VISUALLY INSPECTED AND

VERIFIED SNUG

X

ALL CONNECTIONS VISUALLY INSPECTED.

CONNECTIONS USING DIRECT TENSION INDICATORS,

ALL BOLTS SHALL BE INSPECTED AFTER SNUGGING

AND AFTER PRETENSIONING

X ALL CONNECTIONS VISUALLY INSPECTED

s w S im p so n

A v e

S u it e

B e n d

O re g o n t

.3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

40 NW Greenwood Ave, Suite 200

Bend, OR 97703

541.330.6869 www.walkerse.com

/2

/2

:0

:1

A

M

S0.1

GENERAL STRUCTURAL

NOTES, SPECIAL

INSPECTION TABLES &

DRAWING INDEX

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/22/2026

100%

CONSTRUCTION

DOCUMENTS

DRAWING INDEX

S0.1 GENERAL STRUCTURAL NOTES, SPECIAL INSPECTION TABLES & DRAWING INDEX

S2.1 STRUCTURAL FOUNDATION & FRAMING PLANS

S5.1 STRUCTURAL FOUNDATION & FRAMING DETAILS

FOUNDATION PLAN LEGEND

INDICATES STRUCTURAL FRAMING DETAIL. REFERENCE STRUCTURAL S2.1.

INDICATES STRUCTURAL COLUMN PER PLAN

A101

FOOTING SCHEDULE

MARK SIZE (WIDTH x LENGTH) "T"

18" MIN

REMARKS

(4) #5 EA WAY @ TOP & BTMA

B 12" MIN (4) #5 EA WAY @ TOP & BTM2'-6" x 2'-6"

2'-0" x 2'-0"

C 18" MIN (5) #5 EA WAY @ TOP & BTM2'-6" x 2'-6"

AA

BB

CC

A

A A A A

A

BB

C CHSS4x4x5/16

TYP. ALL COLUMNS

(14) PLACES

S5.1

SIM (4) PLACES

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

AA

BB

CC

HSS6x4x5/16

HSS6x4x5/16 HSS6x4x5/16

HSS6x4x5/16 HSS6x4x5/16

HSS6x4x5/16

H

SS

x4 x5 /1

(S

LO

P E

D

H

SS

x4 x5 /1

(S

LO

P E

D

H

SS

x4 x5 /1

(S

LO

P E

D

H

SS

x4 x5 /1

(S

LO

P E

D

H

SS

x4 x5 /1

H

SS

x4 x5 /1

H

SS

x4 x5 /1

R

ID

G E

B E

A M

D -1

D -1

D -1

HSS TRUSS

D-1 D-1

S5.1

S5.1

OPP

OPP

STEEL STUD OVERFRAME(2) PLACES

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

S5.1

SIM (2)

PLACES

S5.1

SIM

S5.1

S5.1

S5.1

SIM SIM

OPP

S5.1

S5.1

S5.1

ROOF FRAMING LEGEND

INDICATES STRUCTURAL FRAMING DETAILS. REFERENCE STRUCTURAL DETAIL SHEETS.

INDICATES SPAN DIRECTION OF 1-1/2" X 18 GA TYPE B METAL DECK W/ ATTACHMENT

PER GENERAL STRUCTURAL NOTES.

A101

D-1

1. DO NOT USE STRUCTURAL DRAWINGS ALONE FOR BUILDING LAYOUT. DO NOT SCALE

THESE DRAWINGS MANUALLY OR ELECTRONICALLY. COORDINATE LOCATIONS OF ALL

STRUCTURAL ELEMENTS, INCLUDING BUT NOT LIMITED TO, COLUMNS, WALLS, SLAB

EDGES, DEPRESSIONS AND OPENINGS WITH ARCHITECTURAL DRAWINGS AND RESOLVE

ANY CONFLICTS BETWEEN DRAWINGS OR ELEMENTS PRIOR TO CONSTRUCTION. A

REGISTERED SURVEYOR SHALL PERFORM BUILDING LAYOUT AND LOCATION OF ALL

STRUCTURAL ELEMENTS AT ALL LEVELS. REF. ARCH. DRAWINGS FOR ALL DIMENSIONS/

ELEVATIONS NOT SHOWN. CONTRACTOR IS RESPONSIBLE FOR CROSS REFERENCING ALL

DIMENSIONS/ ELEVATIONS SHOWN WITH ARCHITECTURAL DRAWINGS NOTIFY

ARCHITECT / ENGINEER OF RECORD IF THERE ARE ANY DISCREPANCIES.

FOUNDATION & ROOF FRAMING PLAN NOTES

s w S im p so n

A v e

S u it e

B e n d

O re g o n t

.3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

40 NW Greenwood Ave, Suite 200

Bend, OR 97703

541.330.6869 www.walkerse.com

/2

/2

:0

:1

A

M

S2.1

STRUCTURAL

FOUNDATION &

FRAMING PLANS

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/22/2026

100%

CONSTRUCTION

DOCUMENTS

1/4" = 1'-0"

S2.1

STRUCTURAL FOUNDATION PLAN

1/4" = 1'-0"

S2.1

STRUCTURAL FRAMING PLAN

TYP HSS6X4X5/16 HORIZ W/ 5/16" CAP PL

FIELD WELD TO HSS COLUMN AS SHOWN

LINE OF SLOPED/HORIZONTAL HSS6X4X5/16

BEYOND W/ ATTACHMENT PER 5/S5.1

HSS4X4X5/16 COLUMN W/ 5/16" CAP PL

NOTE: DBL HSS COLUMN AT W/ SPLICE

BETWEEN COLUMNS @ SIM CONDITION

1-1/2" STEEL ROOF DECK,

ATTACH PER GENERAL NOTES

SLOPED HSS6X4X5/16

W/ 5/16" CAP PL EA END

1/4

1/4

HSS6X4X5/16 CONT.

OVER COLUMN

HSS4X4X5/16 CORNER

COLUMN W/ 5/16" CAP PL

1/4

1/4

TYP

1-1/2" STEEL ROOF DECK,

ATTACH PER GENERAL NOTES

HSS4X4X5/16 CORNER

COLUMN W/ 5/16" CAP PL

SLOPED HSS6X4X5/16

W/ 5/16" CAP PL EA END

1/4

1/4

HSS6X4X5/16 CONT.

OVER COLUMN

1/4

1/4

TYP

HSS6X4X5/16 CONT. RIDGE BEAM OVER

HSS4X4X5/16 VERT WELD PER 4/S5.1

1/4

1/4

TYP

1-1/2" STEEL ROOF DECK,

ATTACH PER GENERAL NOTES

HSS4X4X5/16 VERT W/ 5/16" CAP PL

HSS4X4X5/16 DIAGONAL WEB-WELD

TO HSS6X64X5/16 TOP CHORD

SLOPED HSS6X4X5/16

W/ 5/16" CAP PL EA END

HSS6X4X5/16 BTM CHORD

1/4

1/4

TYP

LINE OF

GRADE/PAVING

PER ARCH

FT

G

S C

H E

D U

LE

R E

F P

LA

N

C

LR

3" CLR

FTG SIZE & REINF

REF PLAN & SCHED FOR

M

IN

1/4

TYP

2 1/2" CLR1 1/2" TYP

C

LR

EMBED PL 5/8x10x1'-4"

W/ (6) #5 DBA's @ 7" OC

22"Ø SONOTUBE W/ (8) #6

EQUALLY SPACED & #3 SPIRAL TIE

W/ 4" PITCH (STD HOOK & BTM

HSS 4X4X5/15 COLUMN

V E

R

IF

Y

10"4"

CHAMFER CONC @ SONOTUBES

3" CLR

FTG SIZE & REINF

REF PLAN & SCHED FOR

EMBED PL 3/4x10x1'-4" W/

(6) 3/4" DIA X 10" HEADED

STUDS @ 7" OC

HSS 4X4X5/16 COLUMN

4"

PROVIDE 1/2" ISOLATION JOINT

MATERIAL AROUND HSS COLUMNS

C

LR

LINE OF GRADE/PAVING

PER ARCH

C

LR

3" CLR

FTG SIZE & REINF

REF PLAN & SCHED FOR

C

LR

EMBED PL 3/4x10x0'-10" W/

(4) 3/4" DIA X 10" HEADED

STUDS @ 7" OCPROVIDE 1/2" ISOLATION JOINT

MATERIAL AROUND HSS COLUMNS

HSS 4X4X5/16 COLUMN

LINE OF GRADE/PAVING

PER ARCH

(2) #10 SCREWS, TYP

1 1/2" x 20 GA TYPE "B" ROOF DECK

W/ ATTACHMENT PER GENERAL

STRUCTURAL NOTES

400S137-43 VERTS @ 24" OC

(ALONG EA BEAM/JOIST)

L2x2 x 16 GA x 0'-3" w/ (2) #10 SCREWS TO STUD/DECK

STEEL BEAM REF PLAN

METAL ROOF DECK

REF PLAN

400S137-43 RAFTERS

@ 24" OC

HSS6X4X5/16

CROSS BEAM W/

5/16" CAP PL

1-1/2" STEEL ROOF DECK,

ATTACH PER GENERAL NOTES

SLOPED HSS6X4X5/16

TRUSS MEMBER W/

5/16" CAP PL @ END

HORIZONTAL HSS6X4X5/16

TO EXTEND THROUGH HSS

COLUMNS

(1/4)

(1/4)

TYP

HSS4X4X5/16 COLUMN W/

SLOPED CAP PL AS SHOWN

(1/4)

(1/4)

HSS4X4X5/16 COLUMN

W/ CAP PL AS SHOWN

1/4

TOP & BTM RAKE WALL (NOT SHOWN W/

400S137-33 STUDS @ 24" OC

W/ #8 SMS EA SIDE TOP & BTM

FINISH PER ARCH

HSS6X4X5/16 CROSS BEAM

400T150-43 TOP & BTM TRACK

W/ 0.145" DIA PAF's @ 8" OC

TO HSS CROSS BEAM

HSS6X4X5/16 RIDGE BEAM

1/8 2-12

1/8 2-12

1-1/2" STEEL ROOF DECK

(DECK PARALLEL @ SIM)

FASCIA PER ARCH

L2X2X1/4 X CONT W/ 5/16" DIA HOLES

@ 16" OC FOR FASCIA ATTACHMENT

s w S im p so n

A v e

S u it e

B e n d

O re g o n t

.3

.5 f

.3

.8

C O

P Y

R

IG

H T

B

B T

A R

C H

IT

E C

TS

Date

Project Number

40 NW Greenwood Ave, Suite 200

Bend, OR 97703

541.330.6869 www.walkerse.com

/2

/2

:0

:1

A

M

S5.1

STRUCTURAL

FOUNDATION &

FRAMING DETAILS

HDESD MANZANITA

ENTRY CANOPY

1212 NE 5th Street, Redmond OR

10/22/2026

100%

CONSTRUCTION

DOCUMENTS

1" = 1'-0"

S5.1

HSS COLUMN CONNECTION

1" = 1'-0"

S5.1

HSS COLUMN CONNECTION

1" = 1'-0"

S5.1

HSS COLUMN CONNECTION

1" = 1'-0"

S5.1

HSS TRUSS DETAIL

1" = 1'-0"

S5.1

FOOTING/PEDESTAL DETAIL

1" = 1'-0"

S5.1

FOOTING/PEDESTAL DETAIL

1" = 1'-0"

S5.1

FOOTING/PEDESTAL DETAIL

1" = 1'-0"

S5.1

TYPICAL ROOF OVERFRAMING

1" = 1'-0"

S5.1

HSS TRUSS END CONNECTION

1" = 1'-0"

S5.1

RIDGE CONNECTION

1" = 1'-0"

S5.1

FASCIA DETAIL

A

ABBREVIATIONS

ABBRV.

WIRING DEVICE SYMBOLSLIGHTING SYMBOLSPOWER SYMBOLS

CONDUIT SYMBOLS TELECOM SYMBOLS DESIGNATION SYMBOLS

ELECTRICAL LEGEND

SYMBOLSYMBOLSYMBOL IDENTIFICATION

SYMBOL SYMBOL SYMBOL

LEGEND NOTES:

IDENTIFICATION IDENTIFICATION IDENTIFICATION

IDENTIFICATION IDENTIFICATION IDENTIFICATION

AC ALTERNATING CURRENT

AFF ABOVE FINISH FLOOR

AT TRIP RATING IN AMPERES

AF FRAME RATING IN AMPERES

AS SWITCH RATING IN AMPERES

ATS AUTOMATIC TRANSFER SWITCH

AV AUDIO VISUAL

C CONDUIT

CEC CALIFORNIA ELECTRIC CODE

CL CENTERLINE

DC DIRECT CURRENT

DPDT DOUBLE POLE, DOUBLE THROW

DPST DOUBLE POLE SINGLE THROW

(E) EXISTING TO REMAIN

ELEV ELEVATOR

EMT ELECTRO METALLIC TUBING

EWC ELECTRIC WATER COOLER

EWH ELECTRIC WATER HEATER

FVNR FULL-VOLTAGE, NON-REVERSING

FVR FULL-VOLTAGE, REVERSING

G GROUND

GFCI GROUND FAULT CIRCUIT INTERRUPTER

HID HIGH INTENSITY DISCHARGE

IG ISOLATED GROUND

LRC LIGHTING RELAY CABINET

NC NORMALLY CLOSED

NEMA NATIONAL ELECTRICAL MANUFACTURER'S ASSOCIATION

NO NORMALLY OPEN

NTS NOT TO SCALE

PP POWER POLE

PTS PNEUMATIC TUBE STATION

PVC POLYVINYL CHLORIDE CONDUIT

RSC RIGID STEEL CONDUIT

SPDT SINGLE POLE, DOUBLE THROW

SPST SINGLE POLE, SINGLE THROW

TB TERMINAL BACKBOARD

TC TERMINAL CABINET

TEL TELEPHONE

UON UNLESS OTHERWISE NOTED

VFD VARIABLE FREQUENCY DRIVE

W WEATHERPROOF

WAP WIRELESS ACCESS POINT

W/ WITH

XFMR TRANSFORMER

XP EXPLOSION PROOF

NEC NATIONAL ELECTRIC CODE

(X) REMOVE EXISTING

(R) RELOCATE EXISTING

20A, 125V, DUPLEX RECEPTACLE OUTLET

20A, 125V, DOUBLE DUPLEX RECEPTACLE OUTLET

CONN CONNECTED

SPECIAL PURPOSE RECEPTACLE OUTLET; RATING AS SHOWN;

+18" AFF TP CENTERLINE

20A, 125V, SINGLE RECEPTACLE OUTLET

A = ABOVE COUNTER

C = CEILING MOUNTED

G = GFCI

S = SWITCHED RECEPTACLE

U = WITH (2) USB PORTS

W = WEATHERPROOF COVER AND GFCI

X

20A, 125V, DUPLEX RECEPTACLE OUTLET;

FLOOR RECESSED

20A, 125V, DOUBLE DUPLEX RECEPTACLE OUTLET;

FLOOR RECESSED

2-CHANNEL FLOOR BOX W/ (2) GANG POWER / (2) GANG DATA;

PROVIDE 1"C. FROM EACH DATA OUTLET TO ACCESSIBLE CEILING

SPACE. BASIS-OF-DESIGN: WIREMOLD 'RFB4'.

SINGLE POLE SWITCH

3 = THREE WAY SWITCH

4 = FOUR-WAY SWITCH

D = DIMMER SWITCH

K = KEY OPERATED SWITCH

M = MOTOR RATED SWITCH

T = INTERVAL TIMER

V = LOW VOLTAGE SWITCH

W = SINGLE POLE WEATHERPROOF SWITCH

X

PUSH BUTTON SWITCH

OCCUPANCY LIGHT CONTROL SWITCH; CEILING MOUNTED

OCCUPANCY LIGHT CONTROL SWITCH; WALL MOUNTED

PHOTOSENSOR; CEILING MOUNTED

C = DUAL TECH WITH CORRIDOR PATTERN

X

D = DIMMING

S = SWITCHEDX

A. ALL SYMBOLS MAY NOT BE USED IN THIS PROJECT.

B. SYMBOLS DO NOT ALWAYS REPRESENT REAL LIFE DIMENSIONS.

C. SEE BOOK SPECIFICATIONS FOR ADDITIONAL INFORMATION.

ELECTRIC VEHICLE CHARGING STATION

CONDUIT INSTALLED BELOW FINISHED FLOOR OR BELOW GRADE

CONDUIT INSTALLED ABOVE FINISHED FLOOR OR GRADE

INDICATES CONDUIT TURNING UP

CONDUIT HOMERUN; ROUTE TO PANELBOARD, CABINET, OR

TERMINAL BOARD INDICATED, AND TERMINATE CONDUCTORS

TO CIRCUIT OVER CURRENT PROTECTIVE DEVICE

TELEPHONE/DATA OUTLET; PROVIDE 1"C. W/ PULL-STRING TO

ACCESSIBLE CEILING SPACE

X

LUMINAIRE; CEILING OR SURFACE MOUNTED

LUMINAIRE; WALL MOUNTED

AREA POLE WITH MOUNTED LUMINAIRE

LUMINAIRE ON EMERGENCY POWER

EXIT SIGN; CEILING MOUNTED; ARROWS AND FACES AS

SHOWN ON PLANS

EXIT SIGN; WALL MOUNTED; ARROWS AND FACES AS

SHOWN ON PLANS

GRID LINE DESIGNATOR

FEEDER DESIGNATION TAG

SHEET KEYNOTE TAG

MECHANICAL EQUIPMENT TAG

CONTRACTOR EQUIPMENT TAG

LETTER INDICATES FIXTURES CONTROL (WHERE SHOWN)

NUMBER INDICATES CIRCUIT NUMBER (WHERE SHOWN)

SPD SURGE PROTECTION DEVICE

PH PHASE

REVISION DELTA WITH REVISION NUMBER

HORN/STROBE COMBINATION; CEILING MOUNTED

GND GROUND

C = CEILING MOUNTED; BACK BOX ONLY FOR FUTURE WAP

UNLESS OTHERWISE NOTED